CN114810110A - Shield receiving construction system and construction method suitable for complex stratum - Google Patents
Shield receiving construction system and construction method suitable for complex stratum Download PDFInfo
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- CN114810110A CN114810110A CN202210737844.9A CN202210737844A CN114810110A CN 114810110 A CN114810110 A CN 114810110A CN 202210737844 A CN202210737844 A CN 202210737844A CN 114810110 A CN114810110 A CN 114810110A
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- shield
- shell
- supporting
- primary support
- machine
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Abstract
The invention discloses a shield receiving construction system and a construction method suitable for complex stratum, wherein the construction system comprises an embedded steel ring, the embedded steel ring is anchored in a two-lining structure of a subsurface transverse channel outside a shield receiving tunnel portal, an additional water stop device is fixedly arranged on the inner cambered surface of the steel ring, an adjustable supporting device is hermetically fixed on the outer ring surface of the steel ring, a primary support structure of the subsurface transverse channel within the inner diameter range of the inner ring surface and a primary support structure on the peripheral side of the subsurface transverse channel are integrally cut and separated to form a primary support tunnel portal, and a traction device is arranged on the inner side of the primary support tunnel portal. The primary support tunnel portal structure is ingenious in structural design, deformation and displacement of the primary support tunnel portal can be restrained when the primary support tunnel portal is cut off, danger caused by structural instability is prevented, safe chiseling of the primary support structure of the portal and safe receiving of the shield tunneling machine can be achieved on the premise that the supporting and sealing functions of the primary support structure of the underground excavated transverse channel on stratum water and soil are not damaged, and therefore safe and stable receiving of the shield tunneling machine in the whole process is guaranteed.
Description
Technical Field
The invention relates to the technical field of tunnel shield construction, in particular to a shield receiving construction system and a shield receiving construction method suitable for complex stratum.
Background
Along with the development of urban construction, the problem of difficult occupation of land in subway construction is more and more prominent. During shield receiving construction, the shield receiving well cannot be constructed by open cut method due to the restriction of occupied area and pipeline problems, so more and more projects adopt the underground cut transverse passage to receive the shield machine. The underground excavation transverse passage is generally located in a ground building and underground pipeline dense area, disturbance exists on a stratum during construction of the underground excavation transverse passage, the effective clearance of the underground excavation transverse passage along the shield advancing direction is generally smaller than the shield body length of a shield machine, a shield receiving hole of the underground excavation transverse passage is of a primary support anchor spraying concrete structure, the rigidity is poor, the primary support anchor spraying structure is easily influenced by grouting pressure and deforms in the process of soil body reinforcement of a shield receiving end, after construction of the transverse passage is finished, underground water control measures are stopped, and shield receiving construction faces adverse influence of underground water. Therefore, the construction risk of receiving the shield machine in the underground excavation transverse passage is higher than that of receiving the shield machine in the conventional ground receiving well.
The shield receiving portal supporting structure has a supporting function on the stratum at the portal position and has a sealing function on water and soil in the stratum. In general, the supporting structure is a reinforced concrete structure, and because the reinforcing steel bars have risks of clamping the cutter head and clamping the spiral, the shield machine can receive the reinforcing steel bars after measures are taken to remove the reinforcing steel bars in the shield receiving tunnel portal supporting structure. The existing picking and chiseling method can cause the damage of a supporting structure, and further destroy the supporting function and the sealing function of the supporting structure on stratum water and soil. Particularly, when sand exists in the stratum where the underground excavation transverse channel shield receiving tunnel portal is located, or ground buildings and underground pipelines at the corresponding position of the tunnel portal are dense, accidents such as water burst, sand burst, collapse and the like of the tunnel portal are easy to happen when the tunnel portal and the receiving shield machine are chiseled off, and further secondary accidents such as ground collapse, pipeline fracture and the like are caused.
When the shield machine adopts an open cut receiving well for receiving, the glass fiber reinforcement bars can be adopted in the tunnel opening enclosure structure to replace the reinforcement bars, the enclosure structure can be directly excavated by a cutter head of the shield machine, but the supporting function and the sealing function of the cutter head can be damaged when the cutter head excavates glass fiber reinforced concrete.
Particularly, when the tunnel portal supporting structure is chiseled and the shield tunneling machine is received in the underground excavated transverse channel for construction, due to the mechanical characteristics of the primary support structure, the limited factors of the construction are more. The primary support structure of the receiving opening is chiseled in the undercut transverse passage by adopting an open layered blocking chiseling method, but when the receiving opening is in a water-sand stratum, although the soil body at the opening is reinforced, due to the discreteness of the reinforcing effect, the reinforced soil body is difficult to ensure to have no weak surface completely, so that the risk of collapse of the opening due to water burst and sand burst of the opening exists in the process of chiseling the opening and after chiseling the opening. At present, when the geological condition and the ground environmental condition are good, the shield machine is mostly received under normal pressure, namely, a primary support structure at a receiving tunnel portal is chiseled off, and the shield machine passes through the receiving tunnel portal to enter a transverse passage space in a zero-soil-pressure mode; when the geological condition or the ground environmental condition is bad, the freezing method is mostly adopted to freeze the soil body around the tunnel portal and then receive the soil body under normal pressure, or the closed box is adopted to receive the soil body under pressure, namely, the closed box is arranged at the position corresponding to the tunnel portal in the undercut transverse channel, the soil body is filled in the closed box in advance, and the shield machine enters the closed box in the soil pressure balance mode. However, the freezing method usually requires about 75 days, the construction period is long, the cost is high, and once a water passage is formed among the shield body, the duct piece, the soil body and the tunnel portal in the shield receiving process, the frozen body can be melted in a short time, so that the supporting and water blocking effects are lost, and further danger is caused; when adopting the seal box to receive, in order to avoid steel grating card in the just structure of propping up in the portal department to hinder blade disc and spiral, at first need be with just propping up the structure thoroughly chiseling away, can form the soil body and expose at the chiseling off in-process, produce portal landslide risk, secondly, seal box length need be greater than shield body length usually, receive the narrow and small restriction in undercut cross passage inner space, at undercut cross passage internally mounted seal box, the operation such as filling the soil body is very difficult, and then lead to the period of operation long, the problem that the construction degree of difficulty is big.
Based on the technical problems of chiseling the portal primary support structure in the transverse passage and receiving the shield machine, no relevant appropriate solution exists, and therefore an effective solution is urgently needed to be found to solve the problems.
Disclosure of Invention
The invention aims to provide a shield receiving construction system and a shield receiving construction method which are suitable for complex formations so as to solve the technical problems in the background technology.
In order to achieve the technical purpose, the invention adopts the following technical scheme:
a shield receiving construction system suitable for a complex stratum comprises a pre-buried steel ring, wherein the pre-buried steel ring is anchored in a two-lining structure of an undercut transverse passage outside a shield receiving hole, an additional water stop device is fixedly installed on the inner arc surface of the steel ring, an adjustable supporting device is fixedly sealed on the outer ring surface of the steel ring, a primary supporting structure of the undercut transverse passage within the inner diameter range of the inner ring surface of the steel ring and a primary supporting structure on the peripheral side of the undercut transverse passage are integrally cut and separated to form a primary supporting hole door, a traction device is arranged on the inner side of the primary supporting hole door, the adjustable supporting device comprises a barrel-shaped supporting shell, the supporting shell is fixedly installed in the undercut transverse passage, one opening side of the supporting shell is hermetically connected with the pre-buried steel ring, a sealing cavity is formed outside the primary supporting hole door by the supporting shell and the pre-buried steel ring, a telescopic rod which is supported on the primary supporting hole door is fixedly installed in the supporting shell, and a balance liquid injection pipe communicated with the inner space of the sealing cavity is arranged on the supporting shell, the tractive device includes that a plurality of intervals wear to establish the easy formula slip casting pipe on just propping up tunnel portal concrete body, easy formula slip casting pipe extends to just propping up the tunnel portal and facing the soil side soil in and concreties as an organic wholely through the concretion type thick liquid of pouring into rather than the body of rod week side soil body, and easy formula slip casting pipe of rolling over adopts the design scheme preparation of avoiding blocking shield structure machine screw, and its body can be broken and extrusion deformation by the hinge of shield structure machine screw.
Preferably, the first tunnel portal week side edge interval is provided with a plurality of fixing device of group, fixing device adopts the design scheme preparation of avoiding blocking shield structure machine screw, and when shield structure machine blade disc promoted the antedisplacement of first tunnel portal, fixing device can atress by oneself and drops.
Preferably, the fixing device comprises a steel U-shaped seat, a quadrilateral wood block, a connecting rod, a nail pin and a wood wedge, the steel U-shaped seat is fixedly installed on the inner arc surface of the pre-buried steel ring, the opening of the steel U-shaped seat is arranged towards the axle center of the pre-buried steel ring, the base plate of the steel U-shaped seat is a wedge-shaped plate with an inclined plane, the thickness of the base plate of the steel U-shaped seat is gradually reduced along with the reduction of the distance between the base plate and the pre-support hole door, the quadrilateral wood block is rotatably installed between the two side plates of the steel U-shaped seat through the connecting rod, the connecting rod is correspondingly arranged on one side of the steel U-shaped seat far away from the pre-support hole door, the two ends of the connecting rod extend out of the two side plates of the steel U-shaped seat and are fixed through the nail pin, the quadrilateral wood block is arranged in a U-shaped groove of the steel U-shaped seat, the surface of the connecting rod, which is close to the base plate of the pre-support hole door, is correspondingly arranged on an inclined plane matched with the inclined plane of the steel U-shaped seat, a certain gap is left between the pre-support hole door and the support hole door, and the quadrilateral wood block and the primary branch tunnel door are clamped and fixed through a wedged wood wedge.
Preferably, the support housing includes sealed front end housing, front end housing and the rear end shell of assembling, a plurality of hydraulic telescoping rod are installed through the mount to front end housing inboard, and balanced liquid injection pipe corresponds and sets up in front end housing top, hydraulic telescoping rod links to each other through the hydraulic pressure pipeline that runs through the front end housing and the hydraulic pressure station in the support housing outside, and its cylinder fixed mounting is on the mount, and its piston rod props up on just propping up the portal, and when its piston rod was accomodate to its cylinder completely, the pole head of its piston rod was located the front end housing within range, the rear end housing links to each other with pre-buried steel ring is sealed, and the work opening has been seted up to its top both sides correspondence, and work opening department installs folding page formula arc shrouding.
Preferably, a reinforcing inclined strut is fixedly installed between the front end cover and the two lining structures of the underground excavated transverse channel.
Preferably, the easy-to-break grouting pipe is formed by splicing a plurality of sections of grouting pipe sections through connecting hoops, the length of a single section of grouting pipe section is smaller than the blade pitch of the screw machine of the shield tunneling machine, the diameter of the pipe section is larger than the gap between the blade and the outer cylinder of the screw machine of the shield tunneling machine, the tensile strength and the yield strength of the pipe section are both smaller than the torque of the screw machine of the shield tunneling machine, and the tensile strength and the yield strength of the connecting hoops are smaller than the tensile strength and the yield strength of the grouting pipe sections.
Preferably, the additional water stopping device is in an L-shaped folded plate shape and is a composite water stopping structure consisting of a stainless steel plate, a stainless steel wire and carbon fiber cloth.
Preferably, the additional water stopping device comprises two channels which are arranged at intervals in the front and the back.
In addition, the invention also provides a construction method of the shield receiving construction system suitable for the complex stratum, which comprises the following steps:
firstly, constructing a traction device, drilling a hole in a primary support structure within the range of a receiving hole, drilling an easy-to-fold grouting pipe in the hole, and injecting consolidation type grout into the peripheral soil body through the easy-to-fold grouting pipe;
mounting an adjustable supporting device, mounting a supporting shell and a telescopic rod for fixing the adjustable supporting device in the underground excavation transverse channel, connecting and fixing the front end of the supporting shell with the underground excavation transverse channel structure, sealing and fixing one side of an opening at the rear end of the supporting shell with an embedded steel ring at a receiving hole, and mounting and fixing a balance liquid injection pipe on a shell of the supporting shell;
adjusting the length of the telescopic rod to enable the telescopic rod head to prop on the primary support structure within the range of the receiving hole;
cutting the primary support tunnel door, integrally cutting and separating the primary support structure in the range of the receiving tunnel opening along the inner edge of the embedded steel ring in the support shell of the adjustable supporting device to separate the primary support structure from the primary support structure on the peripheral side to form the primary support tunnel door, and backfilling and sealing the cutting gap;
step five, synchronously installing an additional water stopping device on the inner arc surface of the embedded steel ring corresponding to the cut part along with the cutting progress of the primary branch tunnel door;
sealing a support shell of the adjustable supporting device, and injecting balance liquid into a sealed cavity on the inner side of the support shell through a balance liquid injection pipe so as to balance the water and soil pressure in the stratum near the receiving hole in the propelling process of the shield tunneling machine;
step seven, the shield tunneling machine tunnels forwards, and a cutter head of the shield tunneling machine cuts off a consolidation body in the range of the soil-facing side traction device of the primary support tunnel portal;
step eight, the shield tunneling machine maintains normal tunneling soil pressure to tunnel forwards, and a cutter head of the shield tunneling machine is jacked to the surface of the soil facing side of the primary branch tunnel door;
step nine, the shield tunneling machine pushes the primary support tunnel door to continue to push forwards, at the moment, a telescopic rod of the adjustable supporting device retracts synchronously, the telescopic rod and the shield tunneling machine restrain the primary support tunnel door and clamp the primary support tunnel door to prevent the primary support tunnel door from toppling over in the forward moving process, in the forward moving process of the shield tunneling machine, balance liquid in a sealed cavity on the inner side of a support shell is communicated with a soil bin of the shield tunneling machine through a cutting gap on the periphery of the primary support tunnel door, a screw machine gate of the shield tunneling machine is opened discontinuously along with the forward moving of the shield tunneling machine, balance liquid in the sealed cavity is discharged discontinuously, the discharge speed of the balance liquid is matched with the forward moving speed of the shield tunneling machine, the stability of the balance pressure is maintained by maintaining the stable liquid level elevation of the balance liquid, and further the balance between the balance liquid pressure and the water and soil pressure in the stratum near the receiving tunnel opening is maintained in the forward moving process of the shield tunneling machine;
step ten, the shield machine continues to push forwards, and a shield body shell of the shield machine contacts the additional water stopping device and forms a water stopping structure together with the compressed additional water stopping device to prevent water and soil loss in the stratum at the receiving hole;
step eleven, in the forward pushing process of the shield machine, synchronous grouting and backfill grouting are carried out by utilizing a synchronous grouting pipe at the tail of the shield machine and a grouting hole of a tunnel segment, and at the moment, a water blocking structure formed by a shield body and an additional water stopping device prevents the grout for synchronous grouting and backfill grouting from flowing away to the front of the shield machine;
step twelve, the shield machine continues to advance, and the telescopic rod retracts to the limit state;
step thirteen, after confirming that a building gap between the inner surface of the receiving opening and the outer surface of the shield body shell of the shield machine is completely filled and closed by a grouting consolidation body formed by synchronous grouting and post-grouting and an additional water stopping device, dismantling the support shell at one side of the primary support opening door, which is far away from the embedded steel ring, integrally translating and hoisting the support shell of the dismantled part together with the telescopic rod out of the well, and removing the primary support opening door;
fourteen, installing a temporary water stop baffle at the front end of the support shell of the left part;
fifthly, continuously pushing the shield tunneling machine forward, continuously assembling the tunnel segment in the support shell of the left part until the temporary water stop baffle is tightly attached to the outer surface of the tunnel segment, and tensioning by using a steel wire rope;
sixthly, injecting coagulating slurry into an annular closed cavity formed by the temporary water stop baffle, the inner surface of the support shell of the left part, the outer surface of the tunnel segment, the inner cambered surface of the embedded steel ring and the primary support structure of the underground excavation transverse channel to fill a building gap corresponding to the annular closed cavity;
seventhly, removing the support shell of the left part and the tunnel segment protruding out of the primary support structure part of the undercut transverse channel after the coagulability slurry is cured to reach the standard, and disassembling the shield tunneling machine by using the space in the undercut transverse channel and horizontally moving and hoisting the shield tunneling machine out of the well;
eighteen, constructing a tunnel portal ring beam of the receiving tunnel portal to finish shield receiving construction.
Preferably, in the fourth step, the integral cutting of the primary support tunnel door is performed in a continuous drilling and cutting mode from the bottom to the upper section, after the hole forming and drilling are carried out, a hole core concrete column or a shaping log is plugged into an original hole position again, geotextile and a thin steel wedge are plugged into a hole gap for sealing and fixing, the hole core concrete column and the shaping log are arranged at intervals, and finally section drilling is connected into a ring to realize the complete separation of the primary support tunnel door and a peripheral primary support structure.
Compared with the prior art, the invention has the beneficial effects that: the primary support tunnel portal structure is ingenious in structural design, deformation and displacement of the primary support tunnel portal can be restrained when the primary support tunnel portal is cut off, danger caused by structural instability is prevented, safe chiseling of the primary support structure of the portal and safe receiving of the shield tunneling machine can be achieved on the premise that the supporting and sealing functions of the primary support structure of the underground excavated transverse channel on stratum water and soil are not damaged, and therefore safe and stable receiving of the shield tunneling machine in the whole process is guaranteed.
Drawings
The above and/or other aspects and advantages of the present invention will become more apparent and more readily appreciated from the detailed description taken in conjunction with the following drawings, which are meant to be illustrative, not limiting of the invention, and in which:
FIG. 1 is a plan view of a subsurface excavated lateral passage suitable for a shield tunneling receiving construction system in a complex formation according to the present invention;
FIG. 2 is a schematic cross-sectional view of a shield receiving construction system along the axial direction of a tunnel, which is suitable for being used in a complex stratum, according to the present invention;
FIG. 3 is a schematic structural diagram of a primary branch tunnel door of a shield receiving construction system in a complex stratum according to the present invention;
FIG. 4 is an exploded view of an adjustable support device for a shield receiving construction system in a complex formation according to the present invention;
FIG. 5 is a schematic cross-sectional view of an adjustable supporting device for a shield receiving construction system in a complex formation according to the present invention;
FIG. 6 is a schematic structural diagram of an easy-to-break grouting pipe suitable for a shield receiving construction system in a complex stratum according to the present invention;
fig. 7 is a schematic structural diagram of an additional water making device suitable for a shield receiving construction system in a complex stratum according to the invention;
FIG. 8 is a schematic cross-sectional view of a shield receiving construction system fixing device for use in complex formations according to the present invention;
FIG. 9 is a schematic structural diagram of a shield tunneling construction system in a complex formation according to the present invention, with a working port in an open state;
FIG. 10 is a schematic structural diagram of a shield tunneling system in a complex formation according to the present invention, in which a working port is closed;
FIG. 11 is a schematic diagram of a first step of a shield receiving construction method applied to a complex formation according to the present invention;
FIG. 12 is a diagram illustrating a second step of a shield receiving construction method applied to a complex formation according to the present invention;
FIG. 13 is a schematic diagram of a third step of the shield tunneling receiving construction method applied to a complex formation according to the present invention;
FIG. 14 is a diagram illustrating a fourth step of a shield receiving construction method applied to a complex formation according to the present invention;
FIG. 15 is a schematic diagram of step five of the shield tunneling receiving construction method applied to a complex formation according to the present invention;
FIG. 16 is a diagram illustrating a ninth step of the shield receiving construction method applied to a complex formation according to the present invention;
FIG. 17 is a diagram illustrating a twelfth step of a shield tunneling reception construction method applied to a complex formation according to the present invention;
fig. 18 is a schematic diagram of a thirteenth step of the shield receiving construction method applied to a complex stratum according to the present invention;
FIG. 19 is a fourteenth schematic diagram illustrating a shield tunneling method for use in complex formations according to the present invention;
FIG. 20 is a schematic representation of a fifteenth step of a shield tunneling reception method for use in complex formations in accordance with the present invention;
FIG. 21 is a diagram illustrating a sixteenth implementation of a shield tunneling method for complex formations according to the present invention;
FIG. 22 is a seventeenth schematic diagram illustrating a shield receiving construction method according to the present invention applied to a complex formation;
fig. 23 is a schematic diagram of eighteen steps of a shield receiving construction method applicable to a complex stratum according to the present invention.
Reference numerals: 1-undercut transverse channel, 2-primary support structure, 3-secondary lining structure, 4-embedded steel ring, 5-primary support tunnel door, 6-adjustable supporting device, 61-reinforced diagonal bracing, 62-front end cover, 63-front end shell, 64-rear end shell, 65-fixed frame, 66-hydraulic telescopic rod, 67-hydraulic station, 68-balance liquid injection pipe, 69-working opening, 610-hinge type arc-shaped sealing plate, 7-additional water-stopping device, 8-fixed device, 81-steel U-shaped seat, 82-quadrilateral wood block, 83-connecting rod, 84-nail pin, 85-wood wedge, 9-drawing device, 91-grouting pipe joint, 92-connecting hoop, 93-grouting hole, 10-shield machine, 11-tunnel segment, 12-hole core concrete column, 13-shaped log, 14-temporary water stop baffle and 15-portal ring beam.
Detailed Description
Hereinafter, an embodiment of a shield receiving construction system and a construction method applied to a complex formation according to the present invention will be described with reference to the accompanying drawings. The examples described herein are specific embodiments of the present invention, are intended to be illustrative and exemplary in nature, and are not to be construed as limiting the scope of the invention. In addition to the embodiments described herein, those skilled in the art will be able to employ other technical solutions which are obvious based on the disclosure of the claims and the specification of the present application, and these technical solutions include technical solutions which make any obvious replacement or modification for the embodiments described herein.
In the description of the present invention, it should be noted that the terms "front", "back", "top", "bottom", "upper", "lower", "inner", "outer", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplification of description, but do not indicate or imply that the device or element referred to must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention.
The drawings in the present specification are schematic views to assist in explaining the concept of the present invention, and schematically show the shapes of respective portions and their mutual relationships. It is noted that the drawings are not necessarily to the same scale so as to clearly illustrate the structures of the various elements of the embodiments of the invention. Like reference numerals are used to denote like parts.
The principles and features of this invention are described below in conjunction with the following drawings, which are set forth to illustrate, but are not to be construed to limit the scope of the invention. Preferred embodiments of the present invention are described in further detail below with reference to FIGS. 1-23:
as shown in fig. 1-10, a preferred shield receiving construction system applicable to complex formations of the present invention comprises an embedded steel ring 4, wherein the embedded steel ring 4 is anchored in a secondary lining structure 3 of an undercut transverse passage 1 outside a shield receiving opening, an additional water stop device 7 is fixedly installed on an inner arc surface of the steel ring, an adjustable supporting device 6 is fixed on an outer annular surface of the embedded steel ring in a sealing manner, a primary support structure 2 of the undercut transverse passage 1 within an inner diameter range of the inner annular surface of the embedded steel ring is integrally cut and separated from a primary support structure 2 on the peripheral side to form a primary support opening door 5, a pulling device 9 is arranged on the inner side of the primary support opening door 5, and a plurality of groups of fixing devices 8 are arranged on the peripheral side edge of the primary support opening door 5 at intervals;
the adjustable supporting and jacking device 6 comprises a barrel-shaped supporting shell, the supporting shell is fixedly installed in the underground excavation transverse passage 1, one side of an opening of the supporting shell is connected with the embedded steel ring 4 in a sealing way, the supporting shell and the embedded steel ring 4 form a sealed cavity outside the primary tunnel door 5, a telescopic rod which is supported on the primary tunnel door 5 is fixedly installed in the supporting shell, a balance liquid injection pipe 68 which is communicated with the inner space of the sealed cavity is arranged on a shell of the supporting shell, the supporting shell comprises a front end cover 62, a front end shell 63 and a rear end shell 64 which are assembled in a sealing way, a reinforcing inclined strut 61 is fixedly installed between the front end cover 62 and the two lining structures 3 of the underground excavation transverse passage 1, a plurality of hydraulic telescopic rods 66 are installed on the inner side of the front end shell 63 through a fixing frame 65, the balance liquid injection pipe 68 is correspondingly arranged at the top of the front end shell 63, the hydraulic telescopic rods 66 are controlled by hydraulic pressure, the hydraulic telescopic rod 66 is connected with a hydraulic station 67 on the outer side of the support shell through a hydraulic pipeline penetrating through the front end cover 62, a cylinder barrel of the hydraulic telescopic rod is fixedly arranged on a fixed frame 65, a piston rod of the hydraulic telescopic rod is supported on the primary tunnel portal 5, when the piston rod is completely accommodated in the cylinder barrel, the rod head of the piston rod is positioned in the range of the front end shell 63, the rear end shell 64 is hermetically connected with the embedded steel ring 4, working ports 69 are correspondingly arranged on two sides of the top of the rear end shell, a folding type arc sealing plate 610 is arranged at the working ports 69, when people cut the tunnel portal and the like in the support shell, the working ports 69 are in an open state, so that the people can conveniently operate and escape, when water and soil loss occurs at the tunnel portal, the workers in the support shell can quickly escape through the working ports 69, after the people escape, the working ports 69 can be quickly closed through the folding type arc sealing plate 610, the expansion of accidents is controlled, and after the cutting of the primary tunnel portal 5 is completed, the working port 69 is quickly closed through the folding arc-shaped closing plate 610;
the traction device 9 can effectively draw the primary support tunnel portal 5 before, during and after the primary support tunnel portal 5 is cut, the traction device 9 comprises a plurality of easy-to-fold grouting pipes which are arranged on the concrete body of the primary support tunnel portal 5 at intervals, the easy-to-fold grouting pipes extend into the soil body on the soil facing side of the primary support tunnel portal 5 and are fixedly connected with the soil body on the periphery of the rod body into a whole through injected consolidation type grout, the easy-to-fold grouting pipes are manufactured by adopting the design scheme of preventing the blockage of the screw machine 10 of the shield machine, the pipe bodies can be hinged and extruded and deformed by the screw machine 10 of the shield machine, the easy-to-fold grouting pipes are formed by splicing a plurality of sections of grouting pipe joints 91 through connecting hoops 92, the length of a single section of grouting pipe joint 91 is smaller than the blade pitch of the screw machine 10 of the shield machine, the blockage of the grouting pipe joint 91 to the blades of the screw machine is avoided, and the diameter of the pipe joint is larger than the gap between the blades of the screw machine 10 of the shield machine and the outer cylinder, the risk that the grouting pipe joint 91 enters a gap between a screw machine blade and an outer cylinder to block the blade is reduced, the tensile strength and the yield strength of the grouting pipe joint are both smaller than the torque of a screw machine of a shield machine 10, the tensile strength and the yield strength of a connecting hoop 92 are smaller than the tensile strength and the yield strength of the grouting pipe joint 91, the grouting pipe joint 91 is a Q235 steel pipe with the diameter of 30mm and the wall thickness of 2.5mm, the length of a single section is 450mm, 3 groups of holes with the diameter of 5mm are formed in the middle of the pipe joint to serve as grouting holes 93, the connecting hoop 92 is made of aluminum alloy materials of 5052-H112 model, when a cutter head of the shield machine 10 is excavated by a traction device 9, the tensile strength and the yield strength of the aluminum alloy connecting hoop 92 are smaller than the grouting pipe joint 91, a rod body of the easy-folding grouting pipe is easy to be broken at the connecting hoop 92 to form the single-section grouting pipe joint 91, and if the grouting pipe joint 91 enters a gap between the screw machine blade and the outer cylinder, the Q235 steel pipe with the wall thickness of 2.5mm can be extruded and deformed by the screw machine blade, the blockage of the screw machine cannot be formed;
the additional water stopping device 7 comprises two devices which are arranged at intervals in the front and back, the additional water stopping device 7 is a composite water stopping structure consisting of a stainless steel plate with the thickness of 2mm, a stainless steel wire with the diameter of 0.3mm and carbon fiber cloth with the thickness of 0.167mm, the carbon fiber cloth is arranged between the stainless steel plate and the stainless steel wire, the additional water stopping device 7 is arranged on the inner arc surface of the pre-embedded steel ring 4 of the opening, the stainless steel plate and the stainless steel wire of the additional water stopping device 7 have water resistance, the carbon fiber cloth enhances the overall water resistance of the device, the appearance of the additional water stopping device 7 is in an L-shaped folded plate shape, the stainless steel plate and the stainless steel wire have elasticity, the effective height of the device in a free state is 390mm, the height of the device is 30mm in a limit compression state, the additional water stopping device 7 is sequentially contacted with the outer surfaces of a shield body and a tunnel segment 11 along with the forward pushing of the shield machine 10 in the receiving process of the shield machine 10, the additional water stopping device 7 is extruded by the shield body and the tunnel segment 11, under the elastic action of the elastic force, the outer surfaces of the shield body and the tunnel segment 11 are tightly attached to form a water-blocking structure together;
the fixing device 8 is made by adopting a design scheme of avoiding blocking a shield tunneling machine 10 screw machine, when a shield tunneling machine 10 cutter head pushes a primary tunnel portal 5 to move forwards, the fixing device 8 can be automatically stressed to remove the fixation and fall off, the fixing device 8 comprises a steel U-shaped seat 81, a quadrilateral wood block 82, a connecting rod 83, a nail pin 84 and a wood wedge 85, the steel U-shaped seat 81 is fixedly installed at the inner side of an additional water stopping device 7 of an inner side channel at intervals of 45-degree central angles and is installed at eight positions, the opening of the steel U-shaped seat 81 faces to the axis of a pre-embedded steel ring 4, a base plate of the base plate is a wedge-shaped plate with an inclined plane, the thickness of the base plate is gradually thinned along with the reduction of the distance between the base plate and the primary tunnel portal 5, two side plates of the base plate are 10mm thick steel plates, the quadrilateral wood block 82 is installed between the two side plates through the connecting rod 83 in a rotating mode, and the connecting rod 83 is correspondingly arranged at one side of the steel U-shaped seat 81 far away from the primary tunnel portal 5, the connecting rod 83 is made of round steel with the diameter of 12mm, drill holes with the diameter of 5mm are formed in two ends of the connecting rod 83, so that a nail pin 84 can be conveniently inserted, two ends of the connecting rod 83 extend out of two side plates of the steel U-shaped seat 81 and are fixed through the nail pin 84, the quadrangular wood block 82 is arranged in a U-shaped groove of the steel U-shaped seat 81, one surface, close to a base plate of the steel U-shaped seat 81, of the quadrangular wood block 82 is correspondingly arranged to be an inclined surface matched with the base plate of the steel U-shaped seat 81, a certain gap is reserved between one surface, close to the primary supporting hole door 5, of the quadrangular wood block 82 and the primary supporting hole door 5, the quadrangular wood block 82 and the primary supporting hole door 5 are clamped and fixed through a wood wedge 85, the quadrangular wood block 82, the connecting rod 83 and the steel U-shaped seat 81 are jointly stressed, the primary supporting hole door 5 is fixed through a primary reverse force provided by a hole pre-embedded steel ring 4, when the shield tunneling machine 10 pushes forwards, the cutter head pushes the supporting hole door 5 forwards, the fixing device 8 is pushed by the shield machine 10, the rear end wood wedge 85 generates radial component force, the wood wedge 85 is easy to fall off, the bottoms of the quadrangular wood block 82 and the steel U-shaped seat 81 are inclined, the quadrangular wood block 82 is easy to slide along the inclined plane to fall off under the thrust action of the shield tunneling machine 10, a 10mm steel plate is adopted on the side of the steel U-shaped seat 81, the steel plate on the side of the steel U-shaped seat 81 and the connecting rod 83 are easy to deform when the quadrangular wood block 82 slides, pins 84 at the two ends of the connecting rod 83 are damaged, the quadrangular wood block 82 falls off, the strength of wood materials is low, and the problem that the shield tunneling machine 10 is blocked after the quadrangular wood block 82 and the wood wedge 85 fall off is solved.
As shown in fig. 11 to 23, the present invention further provides a construction method of the shield receiving construction system suitable for complex formations, including the following steps:
step one, constructing a traction device 9, drilling a hole in a primary support structure 2 within the range of a receiving hole, connecting a single grouting pipe joint 91 with an easily-folded grouting pipe with a long pipe structure by using an aluminum alloy material connecting hoop 92 of 5052-H112 model, drilling the easily-folded grouting pipe in the hole, and injecting consolidation type grout into peripheral soil bodies through the easily-folded grouting pipe to consolidate the easily-folded grouting pipe and the peripheral soil bodies together;
step two, installing an adjustable supporting and jacking device 6, installing and fixing a supporting shell and an expansion link of the adjustable supporting and jacking device 6 in the underground excavation transverse passage 1, connecting and fixing the front end of the supporting shell with the underground excavation transverse passage 1, sealing and fixing one side of an opening at the rear end of the supporting shell with an embedded steel ring 4 at a receiving hole, opening a working port 69 at the top of a rear end shell 64, and installing and fixing a balance liquid injection pipe 68 above a shell of the supporting shell;
thirdly, the length of the hydraulic telescopic rod 66 is adjusted through the hydraulic station 67, so that the rod head of the hydraulic telescopic rod 66 is supported on the primary support structure 2 within the range of the receiving hole;
step four, cutting the primary support tunnel door 5, integrally cutting and separating the primary support structure 2 in the range of the receiving tunnel opening along the inner edge of the embedded steel ring 4 in the support shell of the adjustable supporting device 6 to separate the primary support structure 2 from the primary support structure 2 on the peripheral side to form the primary support tunnel door 5, and backfilling and sealing the cutting gap, performing integral cutting of the primary support hole door 5 from the bottom to the upper section by adopting a continuous drilling and cutting mode, plugging a hole core concrete column 12 or a shaping log 13 into the original hole position after each hole is formed and drilled, the geotextile and the sheet steel wedge are stuffed in the hole gap to keep the stable stress of the primary support hole door 5 and the sealing effect on water and soil in the stratum during the cutting process and after the cutting is finished, the hole core concrete columns 12 and the shaped logs 13 are arranged at intervals, and finally, the sectional drilling is carried out to connect into a ring, so that the primary support hole door 5 is completely separated from the peripheral primary support structure 2, and the cutting of the primary support hole door 5 is finished;
step five, synchronously installing an additional water stopping device 7 and a fixing device 8 on the inner arc surface of the embedded steel ring 4 corresponding to the part which is cut with the cutting progress of the primary support tunnel portal 5, wherein the additional water stopping device 7 forms two closed rings along the embedded steel ring 4;
step six, closing the working port 69 through the hinge type arc-shaped sealing plate 610 to seal the supporting shell of the adjustable supporting device 6, and injecting balance liquid into a sealed cavity on the inner side of the supporting shell through a balance liquid injection pipe 68, wherein the balance liquid contains water, clay-based minerals and high molecular polymers, the specific gravity is 1.05, and the viscosity index of a funnel viscometer is 19-20 seconds and is used for balancing the water and soil pressure in the stratum near the hole in the propelling process of the shield tunneling machine 10;
step seven, the shield tunneling machine 10 tunnels forwards, and a cutter head of the shield tunneling machine 10 cuts off a solidified body in the range of the soil-facing side traction device 9 of the primary tunnel portal 5;
step eight, the shield tunneling machine 10 maintains normal tunneling soil pressure to tunnel forwards, and a cutter head of the shield tunneling machine 10 is jacked to the surface of the soil facing side of the primary tunnel portal 5;
step nine, the shield machine 10 pushes the primary support tunnel portal 5 to continue to push forwards, at the moment, the hydraulic telescopic rod 66 of the adjustable support device 6 retracts synchronously, the hydraulic telescopic rod 66 and the shield machine 10 generate restraint on the primary support tunnel portal 5 to clamp the primary support tunnel portal 5, the primary support tunnel portal 5 is prevented from toppling in the forward moving process, in the forward pushing process of the shield machine 10, the balance liquid in the sealed chamber at the inner side of the supporting shell is communicated with the soil cabin of the shield machine through the peripheral cutting gap of the primary branch tunnel door 5, the spiral machine gate of the shield machine 10 is discontinuously opened along with the forward pushing of the shield machine 10, and intermittently discharging the balance liquid in the sealed chamber, wherein the discharge speed of the balance liquid is matched with the forward pushing speed of the shield tunneling machine 10, the stability of the balance pressure is maintained by maintaining the level height of the balance liquid to be stable, further keeping the balance of the balance hydraulic pressure and the water and soil pressure in the stratum near the receiving hole in the forward pushing process of the shield machine 10;
step ten, the shield machine 10 continues to push forwards, and a shield shell of the shield machine 10 contacts the additional water stopping device 7 and forms a water stopping structure together with the compressed additional water stopping device 7 to prevent water and soil loss in the stratum at the receiving hole;
step eleven, in the forward pushing process of the shield machine 10, synchronous grouting and backfill grouting are carried out by utilizing a synchronous grouting pipe at the shield tail of the shield machine 10 and a grouting hole of a tunnel segment 11, and at the moment, a water blocking structure formed by a shield body and an additional water stopping device 7 prevents the synchronous grouting and the backfill grouting from running off to the front of the shield machine 10;
step twelve, the shield machine 10 continues to advance, the hydraulic telescopic rod 66 retracts to the limit state, and the primary support tunnel portal 5 of the whole circular tunnel center is restrained at the joint position of the front end shell 63 and the rear end shell 64 by the shield machine 10 cutter head and the hydraulic telescopic rod 66;
thirteenth, after confirming that a building gap between the inner surface of the receiving hole and the outer surface of the shield body shell of the shield machine 10 is completely filled and closed by a grouting consolidation body formed by synchronous grouting and postmural grouting and the additional water stopping device 7, disassembling a connecting bolt at the joint position of the front end shell 63 and the rear end shell 64 of the adjustable supporting device 6, integrally translating and hoisting the front end shell 63 and the hydraulic telescopic rod 66 out of the well, and removing the primary supporting hole door 5;
fourteen, installing a temporary water stop baffle 14 at the front end of the left rear shell 64;
fifteenth, the shield tunneling machine 10 continues to push forward, continues to assemble the tunnel segment 11 in the left rear end shell 64 until the temporary water stop baffle 14 is tightly attached to the outer surface of the tunnel segment 11, and is tensioned by a steel wire rope;
sixthly, injecting coagulating slurry into an annular closed cavity formed by the temporary water stop baffle 14, the inner surface of the rear end shell 64, the outer surface of the tunnel segment 11, the inner arc surface of the embedded steel ring 4 and the primary support structure 2 of the underground excavation transverse channel 1 to fill a building gap corresponding to the annular closed cavity;
seventhly, removing the support shell of the left part and the tunnel segment 11 pipe joint protruding out of the primary support structure 2 of the underground excavation transverse channel 1 after the coagulability slurry is solidified to reach the standard, and disassembling the shield tunneling machine 10 by using the space in the underground excavation transverse channel 1 and horizontally moving and hoisting the shield tunneling machine out of the well;
eighteen, constructing a tunnel portal ring beam 15 of the receiving tunnel portal to finish shield receiving construction.
By adopting the technical scheme, the work of chiseling the primary support structure 2 of the receiving opening in the underground excavation transverse passage 1 and the high-risk operation of the receiving shield machine 10 in the complex stratum and the surrounding environment of the complex engineering can be safely and efficiently completed. The method can safely chive off the enclosing structures such as open-cut or underground-cut shield receiving opening piles, continuous walls and the like under the condition of large stratum risk and surrounding environment risk, and can safely receive high-risk operation of the shield machine 10 under the conditions.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (10)
1. The utility model provides a shield constructs and receives construction system suitable for in complicated stratum which characterized in that: the tunnel portal structure comprises a pre-buried steel ring (4), wherein the pre-buried steel ring (4) is anchored in a two-lining structure (3) of a subsurface tunnel transverse passage (1) outside a shield receiving portal, an additional water stopping device (7) is fixedly installed on the inner arc surface of the steel ring, an adjustable supporting device (6) is fixed on the outer ring surface in a sealing manner, a primary supporting structure (2) of the subsurface tunnel transverse passage (1) within the inner diameter range of the inner ring surface and a primary supporting structure (2) on the peripheral side are integrally cut and separated to form a primary supporting portal (5), a traction device (9) is arranged on the inner side of the primary supporting portal (5), the adjustable supporting device (6) comprises a barrel-shaped supporting shell, the supporting shell is fixedly installed in the subsurface tunnel transverse passage (1), one side of an opening of the supporting shell is connected with the pre-buried steel ring (4) in a sealing manner, a sealing cavity is formed outside the primary supporting portal (5) by the supporting shell and the pre-buried steel ring (4), and a primary telescopic rod supported on the supporting portal (5) is fixedly installed in the supporting shell, and be provided with balanced liquid filling tube (68) with the intercommunication of sealed cavity inner space on the casing of support housing, tractive device (9) include that a plurality of intervals wear to establish the easy-to-break formula slip casting pipe on just propping up portal (5) concrete body, easy-to-break formula slip casting pipe extends to just prop up in portal (5) the soil facing side soil body and concreties as an organic wholely through the concretion type thick liquid of pouring into rather than body of rod week side soil body, and easy-to-break formula slip casting pipe adopts the design scheme preparation of avoiding blocking shield structure machine (10) screw machine, and its body can be broken by shield structure machine (10) screw machine hinge and extrusion deformation.
2. The shield receiving construction system suitable for use in complex formations according to claim 1, wherein: the periphery of the initial supporting tunnel portal (5) is provided with a plurality of fixing devices (8) at intervals, the fixing devices (8) are made by adopting a design scheme which avoids blocking of a shield machine (10) screw machine, and when a cutter head of the shield machine (10) pushes the initial supporting tunnel portal (5) to move forwards, the fixing devices (8) can be stressed and fall off automatically.
3. The shield receiving construction system suitable for use in complex formations according to claim 2, wherein: the fixing device (8) comprises a steel U-shaped seat (81), a quadrilateral wood block (82), a connecting rod (83), a nail pin (84) and a wood wedge (85), the steel U-shaped seat (81) is fixedly installed on the inner arc surface of the pre-embedded steel ring (4), the opening of the steel U-shaped seat is arranged towards the axis of the pre-embedded steel ring (4), the base plate of the steel U-shaped seat is a wedge-shaped plate with an inclined plane, the thickness of the base plate is gradually reduced along with the reduction of the distance between the base plate and the pre-supporting hole door (5), the quadrilateral wood block (82) is rotatably installed between the two side plates through the connecting rod (83), the connecting rod (83) is correspondingly arranged on one side, away from the pre-supporting hole door (5), the two ends of the connecting rod (83) extend to the outer side plates of the steel U-shaped seat (81) and are fixed through the nail pin (84), the quadrilateral wood block (82) is arranged in a U-shaped groove of the steel U-shaped seat (81), and its one side that is close to steel U type seat (81) bed plate corresponds to set up to the inclined plane with steel U type seat (81) bed plate assorted, and its one side that is close to just prop up hole door (5) leaves certain clearance with just propping up between hole door (5), and quadrangle billet (82) and just prop up and fix through wedging wooden wedge (85) chucking between the hole door (5).
4. The shield receiving construction system suitable for use in complex formations according to claim 1, wherein: the supporting shell comprises a front end cover (62), a front end shell (63) and a rear end shell (64) which are assembled in a sealing way, a plurality of hydraulic telescopic rods (66) are arranged on the inner side of the front end shell (63) through a fixing frame (65), and the balance liquid injection pipe (68) is correspondingly arranged at the top of the front end shell (63), the hydraulic telescopic rod (66) is connected with a hydraulic station (67) outside the support shell through a hydraulic pipeline penetrating through the front end cover (62), the cylinder is fixedly arranged on a fixed frame (65), the piston rod of the cylinder is supported on the primary support hole door (5), and when the piston rod is completely accommodated in the cylinder, the rod head of the piston rod is positioned in the range of a front end shell (63), the rear end shell (64) is connected with an embedded steel ring (4) in a sealing way, working openings (69) are correspondingly formed in two sides of the top of the sealing device, and hinge type arc-shaped sealing plates (610) are installed at the positions of the working openings (69).
5. The shield receiving construction system suitable for use in complex formations according to claim 4, wherein: and a reinforcing inclined strut (61) is fixedly arranged between the front end cover (62) and the two lining structures (3) of the underground excavated transverse channel (1).
6. The shield receiving construction system suitable for use in complex formations according to claim 1, wherein: the easy-to-fold grouting pipe is formed by splicing a plurality of sections of grouting pipe sections (91) through connecting hoops (92), the length of a single-section grouting pipe section (91) is smaller than the blade pitch of a spiral machine of a shield machine (10), the diameter of the pipe section of the easy-to-fold grouting pipe is larger than the gap between a spiral machine blade and an outer barrel of the shield machine (10), the tensile strength and the yield strength of the easy-to-fold grouting pipe are both smaller than the torque of the spiral machine of the shield machine (10), and the tensile strength and the yield strength of the connecting hoops (92) are smaller than the tensile strength and the yield strength of the grouting pipe sections (91).
7. The shield receiving construction system suitable for use in complex formations according to claim 1, wherein: the additional water stopping device (7) is in an L-shaped folded plate shape and is a composite water stopping structure consisting of a stainless steel plate, a stainless steel wire and carbon fiber cloth.
8. The shield receiving construction system suitable for use in complex formations according to claim 1, wherein: the additional water stopping device (7) comprises two devices which are arranged at intervals in the front and back.
9. A shield receiving construction method suitable for a complex stratum, which is used in the construction process of the shield receiving construction system suitable for the complex stratum according to any one of claims 1 to 8, and is characterized by comprising the following steps:
firstly, constructing a traction device (9), drilling a hole in a primary support structure (2) within the range of a receiving hole, drilling an easy-to-fold grouting pipe in the hole, and injecting consolidation type grout into the peripheral soil body through the easy-to-fold grouting pipe;
step two, installing an adjustable supporting and jacking device (6), installing and fixing a supporting shell and a telescopic rod of the adjustable supporting and jacking device (6) in the underground excavation transverse channel (1), structurally connecting and fixing the front end of the supporting shell with the underground excavation transverse channel (1), sealing and fixing one side of an opening at the rear end of the supporting shell with an embedded steel ring (4) at a receiving hole, and installing and fixing a balance liquid injection pipe (68) on a shell of the supporting shell;
adjusting the length of the telescopic rod to enable the telescopic rod head to prop on the primary support structure (2) within the range of the receiving hole;
cutting the primary support portal (5), integrally cutting and separating the primary support structure (2) within the range of the receiving portal along the inner edge of the embedded steel ring (4) in the support shell of the adjustable supporting device (6) to separate the primary support structure from the primary support structure (2) on the peripheral side to form the primary support portal (5), and backfilling and sealing the cutting gap;
step five, synchronously installing an additional water stopping device (7) on the inner arc surface of the embedded steel ring (4) corresponding to the finished cutting part along with the cutting progress of the primary support tunnel portal (5);
sealing a support shell of the adjustable supporting device (6), and injecting a balance liquid into a sealed cavity on the inner side of the support shell through a balance liquid injection pipe (68) so as to balance the water and soil pressure in the stratum near the hole opening in the propelling process of the shield machine (10);
seventhly, the shield machine (10) tunnels forwards, and a cutter head of the shield machine (10) cuts off a consolidation body in the range of the soil facing side traction device (9) of the primary tunnel portal (5);
step eight, the shield machine (10) maintains normal tunneling soil pressure to tunnel forwards, and a cutter head of the shield machine (10) is jacked to the surface of the soil facing side of the primary tunnel portal (5);
step nine, the shield machine (10) pushes the primary support tunnel portal (5) to continue to push forwards, at the moment, the telescopic rod of the adjustable supporting device (6) retracts synchronously, the telescopic rod and the shield machine (10) generate restraint on the primary supporting tunnel portal (5) to prevent the primary supporting tunnel portal (5) from toppling over in the advancing process and prevent the shield machine (10) from pushing forwards, the balance liquid in the sealed chamber at the inner side of the supporting shell is communicated with the earth cabin of the shield machine through the peripheral cutting gap of the primary branch tunnel door (5), the spiral machine gate of the shield machine (10) is intermittently opened along with the forward pushing of the shield machine (10), and intermittently discharging the balance liquid in the sealed chamber, wherein the discharge speed of the balance liquid is matched with the forward pushing speed of the shield machine (10), the stability of the balance pressure is maintained by maintaining the level height of the balance liquid to be stable, further keeping balance between the balance hydraulic pressure and the water and soil pressure in the stratum near the receiving hole in the forward pushing process of the shield machine (10);
step ten, the shield machine (10) continues to push forwards, and a shield shell of the shield machine (10) contacts the additional water stopping device (7) and forms a water stopping structure together with the compressed additional water stopping device (7) to prevent water and soil loss in the stratum at the receiving hole;
eleven, in the forward pushing process of the shield machine (10), synchronous grouting and postmural grouting are carried out by utilizing a synchronous grouting pipe at the shield tail of the shield machine (10) and grouting holes of tunnel pipe pieces (11), and at the moment, a water blocking structure formed by a shield body and an additional water stopping device (7) prevents the grout for synchronous grouting and postmural grouting from flowing away to the front of the shield machine (10);
step twelve, the shield tunneling machine (10) continues to be pushed, and the telescopic rod retracts to the limit state;
thirteenth, after confirming that a building gap between the inner surface of the receiving hole and the outer surface of a shield body shell of the shield machine (10) is completely filled and closed by a grouting consolidation body formed by synchronous grouting and postmural grouting and an additional water stopping device (7), dismantling a support shell on one side of the primary support hole door (5) far away from the embedded steel ring (4), integrally translating and hoisting the support shell of the dismantled part together with a telescopic rod out of the well, and removing the primary support hole door (5);
fourteen, installing a temporary water stop baffle (14) at the front end of the support shell of the left part;
fifthly, continuously pushing the shield tunneling machine (10), continuously assembling the tunnel segment (11) in the support shell of the left part until the temporary water stop baffle (14) is tightly attached to the outer surface of the tunnel segment (11), and tensioning by using a steel wire rope;
sixthly, injecting coagulating slurry into an annular closed cavity formed by the temporary water stop baffle (14), the inner surface of a support shell of the left part, the outer surface of a tunnel segment (11), the inner arc surface of the embedded steel ring (4) and the primary support structure (2) of the undercut transverse channel (1) to fill a building gap corresponding to the annular closed cavity;
seventhly, removing the support shell of the left part and the tunnel segment (11) protruding out of the primary support structure (2) of the underground excavation transverse channel (1) after the coagulable slurry is solidified to reach the standard, and disassembling the shield tunneling machine (10) by utilizing the space in the underground excavation transverse channel (1) and horizontally moving and lifting the shield tunneling machine out of the well;
eighteen, constructing a tunnel portal ring beam (15) of the receiving tunnel portal to finish shield receiving construction.
10. The shield receiving construction method applicable to the complex stratum according to claim 9, wherein: in the fourth step, the integral cutting of the primary support tunnel door (5) is carried out in a continuous drilling and cutting mode from the bottom to the upper section, after each hole is formed and drilled, a hole core concrete column (12) or a shaping log (13) is plugged into an original hole position again, geotextile and a thin steel wedge are plugged into a hole gap, the hole core concrete column (12) and the shaping log (13) are arranged at intervals, and finally section drilling is connected to form a ring, so that the primary support tunnel door (5) is completely separated from the peripheral primary support structure (2).
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114961749A (en) * | 2022-08-01 | 2022-08-30 | 北京建工土木工程有限公司 | Telescopic buckle cover type shield end opening chiseling emergency device and construction method |
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| CN114810110B (en) | 2022-10-21 |
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